PROJECT : PAGE : CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH fc' = 3 ksiREBAR YIELD STRESS fy = 60 ksiLATERAL SOIL PRESSURE Pa = 45 pcf (equivalent fluid pressure)BACKFILL SPECIFIC WEIGHT b = 110 pcfSURCHARGE WEIGHT ws = 100 psfWALL LATERAL FORCE, ASD wLat = 25 psfSERVICE GRAVITY LOAD P = 20 kips / ftECCENTRICITY e = 6 inSEISMIC GROUND SHAKING PE = 48HEIGHT ABOVE GROUND H1 = 1.4 ftHEIGHT UNDER GROUND H2 = 12.5 ftTHICKNESS OF WALL t = 10 inWALL VERT. REINF. (As) # 5 @ 18 in o.c.As LOCATION (1=at middle, 2=at each face) 2 at each face

WALL HORIZ. REINF. 2 # 5 @ 18 in o.c.

[THE WALL DESIGN IS ADEQUATE.]

ANALYSISCase A: Fixed Bottom & Pinned Top, with Lateral Soil Pressure Increasing Uniformly to BottomSERVICE LOADS

Hb = 0.5 Pa H22 = 3.52 kips / ft

Hs = ws Pa H2 / b = 0.51 kips / ftHLat = wLat (H1 + H2) = 0.35 kips / ftHE = 0.5 PE (H2)

2 = 3.75 kips / ftWw = t ( H1 + H2 ) c = 1.74 kips / ft

FACTORED LOADSHb = 1.6 Hb = 5.63 kips / ftHs = 1.6 Hs = 0.82 kips / ftHLat = 1.6 HLat = 0.56 kips / ftHE = 1.6 HE = 6.00 kips / ftWw = 1.2 Ww = 2.09 kips / ftP = 1.6 P = 32.00 kips / ft

DETERMINE FACTORED SECTION FORCES

RT = 5.89 kips / ftRB = 7.11 kips / ftPB = 34.09 kips / ftMB = 16.53 ft-kips / ftS = 7.00 ft, at max momentPM = 33.04 kips / ftMM = 8.32 ft-kips / ft

psf / ft (for H > 12 ft, CBC 07 1806A.1)

Basement Concrete Wall Design Based on ACI 318-08

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(cont'd)Case B: Pinned both Bottom & Top, with Lateral Soil Pressure Trapezium Distributed

L = 0.6 H2Hb = 1.13 kips / ftHb = 1.80 kips / ftRT = 6.20 kips / ftRB = 2.97 kips / ftS = 6.13 ft, at max moment

PM = 33.16 kips / ftMM = 13.82 ft-kips / ft

CHECK MINIMUN HORIZ. REINF.ProvD = 0.00344

> MIN =(ACI 318-08 14.3.3)

[Satisfactory]

CHECK VERT. FLEXURE CAPACITYProvD = 0.00224 < MAX = 0.04 (tension face only, ACI 318-05 10.3.5 or 10.9.1)

> MIN = 0.00075 (tension face only, ACI 318-05 10.5.1, 10.5.3 or 14.3.2)[Satisfactory]

Pn MnAT AXIAL LOAD ONLY 171.5 0.0AT MAXIMUM LOAD 171.5 8.0AT MIDDLE 115.5 19.3ATt = 0.002 59.5 22.5AT BALANCED 58.1 22.6

Pn (k) ATt = 0.005 42.7 25.4AT FLEXURE ONLY 0.0 7.0(Note: For middle reforcing the max M n is at c

equal to 0.5 t / 1 , not at balanced condition.)Case B

at bottom

Pu 34.09 33.16

Mu 16.53 13.82

Mn (ft-k) [Satisfactory]CHECK SHEAR CAPACITY (ACI 318-08 SEC.15.5.2, 11.1.3.1, & 11.2)

= 7.11 kips, at bottom

= 7.58 kips > V u [Satisfactory]

at middle

33.04

8.32

Case A

0.002

. .Max Horiz ShearVu

'2 bd fV n c

0.0

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